The URL can be used to link to this page

1442A Truss Specs 11292012 �SNMRIIIY�MwwwPwkY�IYM ._. .,, .... ..,...,....:.. w...�.....,...«» . . . '��. —_—_ --_ _—'____ _.._— . — — --- � -- "'� —.. fITLC�cllll O I � � �� , �s t s Elite*+�� '�sccr�t ' � .e..C rw,O ,0'�++.m�'rr . I __ i k-_ _--_ 36-00-00 __- _ _ � - --- �� A02 � �� - -- --- __--- --- -- -T -- - = -__ `- r+` - — _ �_->----__ — _ - ��' ---- _-.._.- - - — °�- , CONSULTING ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81211197 MiTek 20/20 7.2 Cherry Meadows 1442-A The truss drawing(s)referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seaL• I6(62787 thru I6162797 My license renewal date for the state of Washington is May 18, 2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. ,��H ,�� - �g� �,�.,WAS#� �''�,{� .�`�.4+ (,'�.�"f3 � � �� =�7�� $" �� t November 29,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings. The design assumptions, loading ' conditions, suitability and use of this component for any particular building is the responsibility of the building '� designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer, truss design ! engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 un(ess otherwise defined by a contract agreed upon by the parties invotved. � ..,..,.�. ��,. ., , Job ..•... —_ . . .iTruss �russ Type ��ty rPly �herty Meadowe t442-A I I I 16162787 I81211197 �A01 IMOD.QUEEN 22 1 I t_ __ _____ L- _ __ _---- L— -- _ ___ I (.__ .,Job Reference(optional) -- _ __— _ _ _ ProBuild Arlington Arlington WA 98223,Listj 7 250 s Aug 25 2011 MiTek Industnes,Inc Wed Nov 28 15:42 55 2012 Page 1 ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-T1RdiD3EwgBkDsl2cDOFyBJIvUgkEBkl�u�j26uyEcIU i-s-@"�'Z s-s3 , �2-z-�o ie-ao zs e-a ,___._ 2s-s-�a as-ao �fi-�-o a _ __ _---- -___-- -- —__ _ __ _ __ �1-6-0 + 6-53 . 5-45 �-+---_ 5-9-6 __.r 5-9-6 ' 59-6 - _} 6-5-3 '1-&0 � Scale:3/16"=1' Sx6 I I 5.00�12 6 -'°i',,. ,j:,,--.,. ._...,.:;_�\� 3x4% �i � 3x4� 3x8� 5 ;� �,�_.._.� ��C jC'�"�, 3x8�_ � �� y 8 d 2x4 �� \ 294�i 3 �� 2 ; � � ,i �'�� 10 � ",C,!� —- ------ ---- - ..---14 -..—-- -----.- �_.�.---� -.-�'L;� �:-�_ .- ----- z=- -: �:�:-:- -_: ��.11�� 5x8 �--� 13 5x6 �'- 3x4 -' Sx8-r:: 3x4-::..- 8•1-2 &1-2 � 9-314 .___ _____i ._ .iB-0.0 _ ._ f_ __ 28-&2 _. f _.. ._.. 38-0-0. __ � I. � 33-14 __. _._ — .8-&2— _— ._ _. a e-2 __- -- �--- 93r.14 __ _... .... __- ----- ---- Plate Offsets�X Y�_�0-2-5,EdgeJ�j10_0-2 5,Edc,�eJ��3:0-40 0 3-0�___ __ _ _ _ ___ __ _ — -- -- -- --__ ---- ___ _ _ _ T l �—-- LOADING(ps� i SPACING 2-0.0 I CSI I DEFL in (loc) I/defl Ud �' PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.53 Vert(LL) -025 13 >999 240 MT20 185/148 TCDL 10A Lumber increase 7.15 BC 0.64 ; Vert(TL) -0.59 13-14 >722 180 BCLL 0 0 ' � Rep Stress Incr Yes WB 0.88 I Ho2(TL) 0.20 10 n/a n/a BCDL 8 0 I Code IRC2009lfP12007 (Matrix) I Weight:140 Ib FT=20% _------ —---L ___-__—_- . ____--- —__ - -- _ 1.---- - __ _ _._ ---_ ---i— — - — - _. LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std'Except' W3,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 2=1649/0-5-8 (min.0-2-11),10=1649/0-5-8 (min.0-2-11) Max Horz2=-77(LC 6) �!ii Max Uplift2=-109(LC 5),10=109(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-32481141,3-4=-2912/104,4-5=-2833/120,5-6=-2051/115,6-7=-2051/115, 7-8=2833/120,8-9=-2912/104,9-10=-3248/141 BOT CHORD 2-14=-130/2904,13-14=-54/2383,1 2-1 3=0123 8 3,10-12=-54/2904 WEBS 3-14=-395/113,5-14=0/480,5-13=-775/121,B-1 3=-1 811 1 41,7-13=-775l121,7-12=0/480, 9-12=395/113 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.�I;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end verticai lett and right exposed;Lumber DOL=1.33 piate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connecUon(by othere)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 2 and 109 Ib uplift at joint 10. 6)This truss is designed in accordance with the 2009 international Residential Code sections R502.11.1 and R802.10.2 and reterenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��,s�� LOAD CASE�S) Standard ��+�y �,�+}�� +�'� G` "� . O� II;i � +'x� P„� i� �� .�y�lS� . fl�Y `��y� 'i� '� November 29,2012 I'i li :� WARNING-Veny design paremelars and read notes on ihis Truss Design Orawing and induded DrJ Reference Sheet(rev.03-1 P)belore use.Desiqn i � I �I� valid tor use with MiTek connector plates only,This design is based only upon parematers shown,and is for an individual building component.Applicability i � I of design parameters and proper incorporation of the component ie responsibiliy of building designer or ovmer ot the trusses and installec Lateral restraint , �Yfi designations shown on individual wab and chord members are for compression buckling only,not(orbuilding stability bracing.Additional temporary restraintl '�, J i � diagonal brecing to insuro slabiliry dunng wnstruction is tha responsibiliry of the installx.Additional permanent building stabiliry brecing of tha overall slructure ; � I is Iha responsibiliy ot the building designer or owner of the trusses.For generel guidance regarding design responsibilities fabrication,quality control,storage, ' ,,o � j I delivery,eredion,lateral rastraint and diagonal bracing,consult ANSVTPI 7,DS&89 and BC51(Building Camponant Safety Infortnation)availabla(rom I ^O�/�///�/�/OLLC �i SBCA at www.sbcindustry.com. .. 4 I� vL/I/� �i . . _. . . . _._.. . . .. ...._ ___ _... __ __... . ..... ... ._-- --.._ _.. . ._ . ..._.. .._ . .._. ._ ___ ...___ .� . .,,> „'°.-- ..._,. .,....._... �•,�«wxv.,.<.... - ly ..... . ... . ... e�zii�s� ITn,ss Truss Type ,ory �Pty rcnem Meado�iaaz-n Job 1 T Ist62788 �A02 Common Truss I1 I 1 ;' --___._ __ L__- _-_ __ ___ � __ _ _ L-- ,- __- -_Job_Reference(optional) - -_ _--- -- - ProBuild Arlinglon,A�iington,WA 98223,Ust] 7250 s Aug 25 2011 MiTek Industnee,Ine. Wed Nov 28 15:42:58 2012 Pege 1 ID:pyXgCp3ATnSqgXgcuNE5w4yEcb1 uc6mKF57DbaJ4KUdHLyyZnxNiirrRhiwatiDjDyEcIR 1-6-�1�2 1&-0-0 , 36-0-0 37-6-0 ��1-60�._. ._--- --.___.__.__---- .._.18-0-0._.. . _ ._... _---------_ _.___, __.._ ---�-- ... _._. ._-78-0-0 ._..._ __.-----------__ _--+16-0-1 Scale:3/16"=1' 5x6 '! 5.00�12 14 15 16 13 �� 17 , \ � 18 12/ � �� _ I I fi 11 ':� �.... 19 3x6'% �� / �(�� 20 3x6� ,.�., e g ;,�-�% � ��., 21 � - �� 22 ° 6 � 23 24 " 5 � 25 4 - `�!� � � 26 �� 27 , �=". I�, � � �'� � '�� „ ,� ,{i �i I�I {- � I I z � - '�-- _ _ !� -#4 �rj- � ri ri - --- - �r I -'E� e --�J I _ ,�- \ ��,�28 zs�� p�,.,:�'�'.``L.SLS��-z:��C X SC-X X X 1_.X X�C.X X X X=:SZ.X.X-i1-_z a:.Y��SCg X�X�_SL 1��X X-i�X S�:SC Y;CS�X X X b:.X X��..;'1 0 3x6- 3x6 " 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5x6 - 8-1-2 � .. .__. 38-0.0 . ... . .._I _... .___ _-_ -__ _... .. _38-P0 ._._ _.- _._ _... ._ __ -- -- ._ ___ -_ __. ...__ ._. .__. ._._ ... . ... __. ._ .._ __.. ._. ._.__ piace otrsecs�x YL_Cs ai-2,o-�-sy�zro_�-z,0-_1-8],[41 0-3-0_,0-�-01 __ _ . -- _ __ _ - ---- -___- _ - ---__ ---- -�- __ - ,_ __ - -_ -_' - _`_ LOADING(ps� � SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 29 n/r 180 i MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 j Vert(TL) -0.01 29 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes ! WB 0.10 I Horz(TL) 0.01 28 n/a n/a � BCDL S.0 Code IRC2009/TPI2007 I (Matrix) � 1 Weight:2021b FT 20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredty applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'ExcepY ST12:2 X 4 Hf No.2 REACTIONS All bearings 36-0-0. (Ib)- Max Horz2=-77(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)2,42,43,44,45,46,47,48,49,50, 51,52,40,39,38,37,36,35,34,33,32,31,30,28 Max Grav All reactions 250 Ib or less atjoint(s)41,42,43,44,45,46,47,48,49, 50,51,52,40,39,38,37,36,35,34,33,32,31,30 except 2=256(LC 1), 28=256(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES I 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDl=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the piane of the truss only. For studs exposed to wind(normal to the face),see Standard industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. I 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load ot 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,42,43,44,45,48, "�_ 10)Th s8truss5s designed��n acco dance3with the 2009 Intemat o�n I Residential Code sectio�s R502.11.1 and R802.10.2 and referenced �� standard ANSI/TPI L �, {�i��Q 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixily model was used in the analysis and design of this truss. G� L LOAD CASE�S) Standard �;" I; � ;�� `� . �� I, � I' November 29,2012 � WARNING-Veriy dasign paremeten and read notee on�hie Truss Design Drawing and included OrJ Referenca Sheet(rev.03-11')befora use.Dasign valid for use with MiTek connedor platas only.This design is based only upon parameten shown,and is for an individual building component.Applicability � I of dasign parameters and propar inwrporation of the wmponent is responsibiliry of building designer or owner of the trusses and installec Lataral rastreint . I tleaignations shown on intlividual web and chord members are/or wmpression buckling only,not forbuilding stabiliry brecing.Additional temporery resireinV diagonal bracing to insure stability dunng construction is the responsibiliry ol ihe installer.Additional permanent building stability bracing of the overall siructure � � � is lhe responsibility of the 6uilding desig�ar or owner of the lrusses.For general guidance regaMing design responsibililies,fabrication,qualily control,storege, �;: � �I delivery,eredion,lateral restramt and diagonal braung,consult ANSUTPI 1,DS&89 and BCSI(Building Component Safely Inio�mation)available trom i SBCAatww.v.sbdndustry.com , CONSULTINQLLC i, _.. . .. _ ...... . . . __._ -__ __ ___.._ _._---- --.... . ....... . . .--_.. .. . .__... . _ .. .... .....__.__. _. . .. __.. .. .. , i „..... ,.�..........�,... M.��..�..,�.,, .,..�,�.�. �, .��,�,,. !i � Job ' IlTruss �Truss Type i Qty 'Ply i Cherry Meadows 7442-A � �81271197 iA03 GABLE �� 16162789� ! � ___ . ; __ Job Reference(optional? � , _-- -- -- -, — --- -.— _ _ __ _ _ _ __ _ _ _ _ ProBuild Arlington,AAington,WA 98223.List] � 7.250 s Aug 25 2011 MiTek Industries,Inc. Wad Nov 28 15:43 03 2012 Page 1 � ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-EawfNy9G18Cb65Mb4uX7Gqe3SjNS6kPf�C�P ORyEcIM -�-s$"�"�---- -�ao __ �.s-a __-�2-z-�o__ _ _ �e-ao _-- --- zs-s-s z�s-�3 'i-so+ s-ao aa�s sss -� s-s-e f ss s __ _ �—_ s4s _ __� _ s-s-a _ ,_�-o{ Scale:3/16"=1' 8x10 ' 5.00,�12 3x10 % 6 3x10 � 3x10% �r 3x10 � I 3x10 % 4x10 A�, �3 %r- � 4x10 ;/ 3x10-� 3x12 MT18H % j� �1�., 3xt2 MT18H�= ��V 7 4x8 � g � �,,, 3x10 % -� � � f�� 3x10 -�:� � � 4 ��; ,-�\�\\ 8 "� 4x8 � 3 � 9 � / ��/ \ i /� �.,�fi� ' \� 66 //, i ;� �� 2 !� II � I� I / I I� � �o I ; I I¢ � �- �—I �!i`- t -- k7�-- - fl -� --Ik� I�i �_ �� et - �t� -f�- i — �\�-� 11�� ! I 1 ; ,� _ --- -- --_------- - _ _ _— o f'�'� . ._. .__ ._— _ ��.� o � � 4x12 = 65 14 13 �� 4x12 - � 4x6 ='� 6x8 �� 4x6-'- 8-1-2 &1-2 r .._ __9-3-t4 ____.. .. ... � ___._ ___.18-0-0._-___._ .__.__-E- 2&8'2 .F..__ 36-0�0 . ._..a ___-. __. ____ _ _. .__— .. _._..____. .__-- .___.:Y3-14..___.. . ..__.. _ _____ _.&8-2 _.__._ ....... .. __.. .. 8-8'2 ___ _.._ __. � 9-3-14 .�.__. _._. .. ._. _ . __..__ _PlateO_ff_sets�XYj;_(2:0-0-6,EdgeJ��0;0-0-6,Edge].[13;0-4-0,0-3-41_._ ______ _---____ ___--_ _ _ _ - -- _- ---. _ _ ___ --r -_ _ --— _ __ ___ __ _--- - --- LOADING(ps� I SPACING 2-0-0 f CSI DEFL in (loc) Ildefl Ud if PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.81 � Vert(LL) -0.27 13-14 >999 240 � MT20 1S5/148 TCDL 10.0 , Lumber lncrease 1.15 BC 0 71 Vert(TL) -0.68 13-14 >628 180 MT18H 185/148 BCLL 0 0 ' j Rep Stress Incr NO WB 0 90 I Horz(TL) 0 20 10 n/a n/a BCDL 8 0 Code IRC2009/TPI2007 l (Matrix) � i Weight:258 Ib FT=20% _ _ ____1_------ - -._ ---_ _ _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. T1:2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling direccly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 DF 2400F 2.OE WEBS 1 Row at midpt 5-13 WEBS 2 X 4 HF Stud/Std`Except' W3:2X4HFNo.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2599/0-5-8 (min.0-413),10=2010/0-5-8 (min.0-3-5) Max Horz2=214(LC 5) Max Uplift2=-197(LC 5),10=-177(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-66=-5501/430,3-66=-5197/396,3-4=-4862/304,4-5=-47471332,5-6=-3132/270, 6-7=-3047/289,7-8=-3794/291,8-9=-3854/276,9-10=-4154/312 BOTCHORD 2-65=-531/4973,1465=-531/4973, 13-14=-352/3960,12-13=-148/3336,10-12=-210/3736 WEBS 3-14=-787/249,5-14=0/926,5-13=-1621/295,6-13=-95/1764,7-13=-798/122, 7-12=0/429,9-12=-303I102 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 I'tl 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry I'� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x4 MT20 unless otherwise indicated. II' 6)Gable studs spaced at 1-40 oc. � I� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��H ,i 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will ��T bt* fit between the bottom chord and any other members. ��' b�pj,�, ~``�r�''� , 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=197, ,qr, � 10=177. li 10)This huss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. ,�- . 11)Girder carries hip end with 6-0-0 end setback. 12)"Semi-rigid pitchbreaks with fixed heels”Member end fixiry model was used in the analysis and design of this truss. ? � Continued on page 2 � � � q., �� I ��r�� TVI� � `.� $u � November 29,2012 I� �'� � li � WARNING-Veriy design parametere and read notes on this Truss Deeign Drawing and includad DrJ Rekrenca Sheat(rav.0311')before use.Design �, valid for usa with MiTak wnnedor platas only.This design is basad only upon paremeters shown,and is for an individual building componenL Applicability , I I� of design paremeters and proper inwryoration of the component is responsibility of building desiqner or owner of the trusses and installer. Lateral reshaiM ; designations shown on individual web and chord membaro are(or compression buckling only,not�orhuilding stabiliry bracin9.Additional temporary restrainV ' I . li diagonal brecing to insure stability dunng wnstrudion is the responsibility of the installer.Additional permanent building stabiliy bracing of ihe ove211 structure i �� is the responsibiliry of tha building desi9ner or owner of tha trusses.For generel guidance regarding design responsibilities,fabnwtion,qualiry control,slo2ge, �� delivery,ereQion,lateral restreiM and diagonal bracing,wnsult ANSIlTPI 1,DS&89 and BCSI(Building Component Safety In(ormation)available from � CONSULTINQ��C .�j. . SBCAat��ww.sbcindustry.com � . I ' � i II . . . .. ._. . _ _. ...... . .. .. . . ._____ ._.. . _. . . .... . _ . L . .. . . ._ .. . � � ______. . _ __.. ,. ....�».w.. .,..»-.�......e.. .... �- � .__ ...... _. .�. ��ww�MiII�I1rI11IliWY ._. .._.... ..... " — _—_ ___"_ _— ___ ...__"_— • rJob Tn,ss Irruss Type i Qry 'Py CAarty Meadows 1442 A ! 16762789� I 81211197 �A03 �GABIE I1 1 I --_ —_—----1-- -- -- L---- --- _— _ _t__ L. _ Job Reference(oplionall— _.. --- ---- -- '�� ProBuild Adinglon,Adington,WA 98223,List] 7250 s Aug 25 2011 MiTek IndusMes,Inc. Wed Nov 28 15:4303 2012 Page 2 ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-EawfNy9G18CbB5Mb4uX7Gqe3SjNS6kP&9P_ORyEcIM � NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)315 Ib down and 91 Ib up at 6-a0 on top chord. The design/selection of such connection device(s)is the responsibiliry of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=l.t5,Plate Increase=1.15 Uniform Loads(pl� Vert:2-13=-30(F=14),10-13=-16,1-66=-70,6-66=132,6-11=-70 Concentrated Loads(ib) Vert:66=-315 pIi I', P Ii II � �� I i III II � i � � � I � li ,IIli I,� � � � i I� u i i II lu III I�Ih II I, i ',�� '�I' ry WARNING-Verify dasign parameters and read notes on this Truss Design Drawing and indudad DrJ Ralerence Sheet(rev.03-71')before use.Design '.li "� valid for use with MiTek connedar plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability i � � of design parameters and pmpar incorporeUon of the wmponent is responsibility of building designer or owner of Ihe Irusses and installer. Lateral restraiM I , i!}� designations shown on individual web and chord mambers are for compression buckling ony,not forbuilding stabiliry bracing.Adddional temporary restralnU ; V�P� �I diagonal bracing to insure stability dunng wnstiuction is the responsibility o(the imtaller.Additional permanant buildinq slability bracing of the werall structure i i is the responsibiliry of tha building designer or owner of the trussee.For general guidance regarding design responsibilities,fabncation,qualiry control,storege, li .-��t �� delrvery,erection,lateral restramt and diagonal brecing,consuN ANSiITPI 1,DSB-89 and BCSI(Bu�lding ComponeM Safety Information)availabla from i /�O�/c//�TM�/ACLC ' I ... _. SBCA at w.vw.sbcindustry.com. _._ . _ __... . . __ .__ .... . . _.. . ... � _ .... N I�aV �II��i ' N __ __ _ _ ' �..�..r.� . �. �.,�.�,..., _ ' . Job . . �Truss iTruss Type i Qty Ply �Cherry Meadows�a42-n -- -- --- � -- --� I6162790 , �B1211197 IB01 Common Truss II 3 1 I . :_ ---- ----- L__. I --- _ ____ .__ __j_ �___ _Job Reference(optional)___ --- ----_ _--- j ProBuiid Adington,Adington,WA 98223,List� � � �� 7250 s Aug 25 2011 MiTek Mdustriee.Inc. Wed Nov 28 15�43 04 2012 Page i i &�2 ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-imT1b19uoRKSoFxnec3Mp28N 7 Hricpyp9YxryEcIL sa�a s-s-o i�-�i-z �4ao �"�Z 20�-0 ! --- saia_ ___ _- + __ a-si_ _ r_ __ _ a s z __ __ � ---------- s-aia ____ - +--i�o -I Scale=133.7 4x4 'I 3 � � � � .....__ %� __ � 5.00�12 �j� � %�% 2x4�� i� � 2x4 % -� i z - / � 4 � i' �� r� � a / /j_/j"\ \ • � /�� \� � t � / 5 � fi � �--- ------ - �-- �(�,,,� -- — � �. s I� Je - . ------- __..__ ___ __ __._ _____. ---___ _____._ - - __-- ---_---- --------- ----- -.---- \_ \ � ¢ I�; �,n� � ��,� � 3x6% 3x8 -_ 3x8�� I� 8•i-2 &1-2 �� F _ ... _ 9G0__... .___.._ __.. .___ I .__. .._..._ . .... . 19'�'�___._ . . . ..� ...____ ....- ---..__ _.__ .._ ..___. __. _..-- --------- 9-60 9-&0 ._ -__ __._ ____ ___ __.._ _..__ -___ ___. ._._ . .. ._. __. _.__. . .._ _____._ ._. __ . _Plate Offsets(X,v�_�o�-o,o-i-a�.�e:o-3-o ai-s�_ ___ -_ - ___r - I = ( >' (_ - - -.- i - _ , -- - �—_- ----_ --- ::- _ - _ LOADING(ps� SPACING 2-0-0 I CSI i DEFL in loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert LL 0.15 1-7 >999 240 I MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.48 � Vert(TL) 0.38 1 7 >590 180 I BCLL 0.0 ' I Rep Stress incr Yes WB 0 26 i Horz(TL) 0 OS 5 n/a n/a � BCDL 8.0 I Code IRC2009/TPI2007 i (Matrix) I �_ Weight:641b FT=20% ; _ -_ _- ___ . _-___ __ t- - - -_ _ - -_- _ _._ .._ __ LUMBER BRACING � TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directty applied or 10-0-0 oc bracing. � WEBS 2 X 4 HF Stud/Std li REACTIONS (Ib/size) 1=792/0-5-8 (min.0-1-8),5=924/0-5-5 (min.0-1-8) � Max Hoa 1=-56(LC 6) ' Max Upliftl=-32(LC 5),5=-80(LC 6) I' I� FORCES (tb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. I'; TOP CHORD 1-2=-1526/95,2-3=-1114/38,3-4=-t 112/44,4-5=-1519/80 I! BOT CHORD 1-7=-71/1360,5-7=-7/1334 WEBS 3-7=0/515,4-7=-429I105,2-7=-456/117 �I NOTES 1)Unbalanced roof live loads have been considered for this design. I� 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever `� left and right exposed;end vertical left and nght exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)t,5. �� 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � standard ANSIlfPI 1. I �i 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,t}S�� b,��, �„y,,� 5YA5�� '.�+� I� � �li I,; ;III '� -,.�� . �� d �� , j November 29,2012 � WARNWG-Venfy design parameteis and read notes on this Truss Design Drawing and includad DrJ Relerence Sheet(rev.03-11')betore use.Design j I�� "� valid for use with MiTek connado�plates only.Thie design is based only upon paramelers shown,and is for an individual building component.Applicability � hof design parameters and pmper incorporation ot the component is respoosibility of building designar or owner of tha trusses and installet Laterel restraint �i , i dasignations shown on individual web and chord memben are/or compression buckling only,nol fortuilding stabiliry bracing.Additional temporary resirainV '� �.��I,I diagonal bracing to insura slability during wnstruction is the responsibility o(the installer.Additional permanent building stability bracing of tha overall sWCture j �, is lhe iesponsibility of the building designer or ovmar of the trussas.for general gwdanca regarding dasign responsibilities,fabrication,quality conlrol,storage, i . `�� i li delivery,erection,lateral restraint and diagonal brecing,consult ANSI/TPI 1,DS&89 and BC51(Building Component Sa�ey Information)available hom _ CONSULT/Na��C I ; SBCA at www.sbcindustry,com , _-._.. .. .....__ ...._ . . . .. . .. _ ._._.__. ._. . .. . . _._ �._. .... . . ._._ .__.. . . ... . __ _ _�,..e w�... . —� –— -- - — -- � Job iTruss rn,ss Type TQry -�Py Cherry Meadows 1<42-A i i I � 16162791 B1211197 .____ 802 ComrtwnTruse 1 I 1 — --— l. -- __-- -- - __ _� —_—.__._. _ - — L- _ :Job Reference(optional�— --—— ---- ---- - ..—, ProBuild Artington,Adington,WA 98223,lisl] 7250 s Aug 25 2011 MiTek Industnea,Inc Wed Nov 28 15:43:06 2012 Page 1 ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-f9bn0_88K3aA2Y5A105quTGkgwaKJJL5Q7ee?myEclJ F__-iso &�+�---- ------- -- �"e-o____ _ _ � ----- - �4ao zo-e-o _ _._.. ---- --- - __ _____— -- - - 1-&0 &60 � ' 46-0 -- -��1-&0 Scale=1:36.1 4x4 I I 7 � ��/// �� 5.00�12 5 �� _ g � , � � , t � � 4 / , , L.,,, \ 10 i_� �� m � 11 v j 3/ '� ��'� � ' 12 < < O1 ,%�, �'XX,Y`�X:kXX,�X�XI�=�X�YX:��_��XXS�SZXXgX}�_X �Xk{�R�tn'XXXXX��Y�ZXK�� -_ t3 �o � \�_ � �' � 3x4 = p2 p1 20 19 18 17 16 15 14 3x4 :,. . � ,,�.... ..�.. _ ..�:. ,...�,�,. . , � '� . IrJob ' lTruss Truss Type j Qty Ply �Cherty Meadows 7442-A - - - —�-- �� I81211197 �HRO1 CAL RAFTER II�.. �. � 16162792� � _. __ _____. _—_ . _-_ ___ � _ _- _._ 1 !Job Reference(optionalj--- -.-- __ —---- ---- ' ProBuild Arlinglon,AAington,WA 98223,List� 7250 s Aug 25 2011 MiTek Industriea,Inc. Wed Nov 28 15:43:07 2072 Page 1 �g�� ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-7L9ADKCm5MilgigMJkc3RgppWK�X�RFenNCXCyEcll 2 2 2_____-_ &45 ._______-. ._--___ !-- ----- - ---+-__.__-�-----------._.- .__.___ _..... .._._.. ._---_ .._._._.__.._--- ------ - �-I 2-2-0 8-4-5 Scale=1:20.2 3x8 '� 3x8 � 3 i � //' ✓ � �' 3x8 -` j-'' (uvi �, aea f,z- / � (a / ==�� ! �i � 3x8 �?= .� �- i , o . ._.,...��- -- I N, 5u6 \�� _ ! /� '�� ' ' i �IIq /'� � A/ N � I � ,- -=�" �- I , 'i//i�-- v li � ,, I 7-&11 SY10-6 F-- .. &4�5 ..._.._ ... . _.. . ..{ . ._- -- -_- __._ _... __ .-- -___ __ --- . .__ _-_.---�- --�---__ ..-___.._ ----- -�---- ._. _--- .___ ....&45..... . ___ -_._ -_ _ . _ _.. ' _Plate Offsets(X4Y1:_.[2 0-2,8,Edge],[2_1,4 0,0-0r6j_ . ___ _._ _____ __ ____ _ --- —_ '' -_ ---- ----� __ --_ — _-- ------ --- __ , _ ---- ---- _ _ _ _ T. __ ,__- -- I� LOADING(ps� ( SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld � PLATES GRIP TCLL 25.0 Plates Increase t.15 TC 0.49 Vert(LL) -0.15 2-3 >681 240 , MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.24 2-3 >426 180 I BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Ho2(TL) -0.00 3 n/a n/a BCDL 8.0 � Code IRC2009/TPI2007 (Matrix) � I Weight 23 Ib FT=20% - __ —-------- —_ _--------- L_— i LUMBER BRACING �i TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 6-0-0 oc purlins. � BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=276I0-5-8 (min.0-t-8),2=461/0-5-8 (min.0-315) ii Max Horz2=88(LC 3) � Max Uplift3=-66(LC 3),2=-121(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) 2=121. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �{�SEFf3 lj�,�`� : �„��W,rt �t,t,A, '�+�$ �� Ii ij �i � � � . � � �� '� � I� ., � j� November 29,2012 i �� ,� WARNING-Vedfy design paramatare and read notes on this Truss Design Orawing and includad DrJ Re(erence Shaet(rev.03-i t')beforo use.Dasign ,, valid for use wiM MiTek connedor plates only.This design is based only upon parameten shovm,and is for an individual building wmponent Applicability � �� of dasign parameters and propar incoryoration of the component is responsibility of building designer or owner of tha trusses and installec Lateral restrainl � , �`'�' I I aesignations shovm on individual web and chord members are for compression buckling only,not forbuilding stabiliy brecing.AdAitional temporery restrainU . lf�� diagonal bradng to insure stabiliry dunng construction is the responsibiliry of tha installer.Additional permanent 6uilding stabiliry bracing of ihe overali structure I is tha responsibility o/the building designer or owner of the trusses.For general guidance ragarding design responsibilities,fabncation,quality wntrol,storage, II . ! � delivery,erection,lateral restramt and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Bwlding Component Safary Information)availabla(rom � . CONSULTIN[i eee � � SBCA at warH.sbdnduslry.com �. �. � . Job � + -- iTruss Truss Type � jQty rPly �Charty Meadowsta42-A � � 1616279� ' •81211197 �JOt Jack-0pen Truss 1 I 1 �__.—____. ____ �___ _ ___._ ___ _____ _ ._ ` Job Reference(optional)_ ' _ _ — __' ProBuild Artington,AAington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,In&iv�d Nov 2B 15:�21BD 2012 Page 1 t _---'��-o &�"2_ �-ii-i� e-io-� ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-bXjY�gDOsgquHsFYtR71zuM31k8QnDhOtQ714eyEcIH --- — — --- - --__-- �-s-o i-i�->> � Sca�e=1:�a.9 I�'', I� 3 4 � i i 5.00�12 �� j/ ,. � �— �� l � � � � � � a� � � � �_� �o , __ __ __ _____ _____ _ __ _____ . , ��/� s � -- � �� 3x4 V� 6 �� I: �i 8-1-2 8-1-2 �� &t-2 8-10-7 � i 4 5-11 4 8-Ot0 � — �----__..--------------- ------- -.__.. __.. .__... _______ .._.._.. ___._------- _..._. .._ _._ ___._ __O8-B 00.d-12 ... _.. ._ .. . _ Plate Offsets�X Y�_[2.Edge 0-3-01 _ __. __ __ � _ .. __ _ - _ _ .- _ _ l . - - - ._ : ___ _ ,_ _ LOADING(ps� ! SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud � PLATES GRIP TCLL 25.0 � Plates Increase 1.15 TC 0.18 Vert(LL) -0.02 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.47 j Vert(TL) -0.05 2-6 >999 180 I BCLL 0.0 ' Rep Stress Incr NO ! WB 0.00 Horz(TL) -0.00 3 n/a n/a i I i BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:12 Ib FT=20% _ ___ __---- __-------- - _ __ 1_ __ _ _ - ---_ _ _ �----- - __ __ --_ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) 2=248/0.3-8 (min.0-1-8),5=-62/Mechanical,3=24/Mechanical,6=124/0-5-8 (min.0-1-8) � Max Horz2=47(LC 5) I; Max Uplift2=-50(LC 5),5=-139(LC 2),3=-8(LC 6) I i Max Grav2=248(LC 1),3=24(LC 1),6=279(LC 2) � FORCES (Ib)-Max.Comp./Ma�c.Ten.-All forces 250(Ib)or less except when shown. NOTES II I 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi�l fit beriveen the bottom chord and any other members. i I 4)Refer to girder(s)for truss to truss connections. i 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)2,3 except(jt=1b) 5=139. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. II i LOAD CASE(S) Standard li �� SBPH b.fi,� � � i ��k�c� . `��tr�,��{s ,�: n I i '��- I,� � II �p �F�� ,I� �� Ii � November 29,2012 � ,a� WARNING-Venly design parametere and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')beforo use.Desiqn �; � � �� i I,. valid for use wilh MiTek connector plates only.This design is based onh/upon parameters shawn,and is for an individual building component.Applicabiliy , � of design parametars and proper incorporation of the component is responsibiliry of building designer or owner of the trussas and installe�. Lateral rastraiM !� designations shown on individual web and chord members are for wmpression buckling only,not forbuilding stability brecing.Additional temporary restraintl ' � diagonal bracing to insure stabiliry dunng wnstruction is the rasponsi6ility of the installer.Additional permanent building stability brecing of tha overall structure I I�� is ihe responsibiliry o(the building dasigner or owner of the trusses.For general guidance regarding design responsibilities,fabncalion,qualiry control,storage, _ � � delivery,ereclion,lataral restraiM and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building ComponeM Sa/ety In(ortnation)available from I � conrsucna6«� �I SBCAat�,rron.sbcindustry.com. . ... .. ... _ ...._ . . .. .. ... _ .. _.l . . . ... .__ ._.. ..I �. .�.�..�.�...�- .�_.,,. �.,�.�.�� ..� Job _ __--- �Truss �russ Type �QtY I Py j Cherry Meedowe ta42-A-------- --- --- --- � � 16162794� i 81211197 ��J02 Ja�c-0pen Truse 1 I 1 �-._---- ----__ � __ _-- --- I--- _ - -l -L__ Job Reference(oplional) - -- � ProBuild Adington,Adington,WA 98223,list) 7250 s Aug 25 2011 MiTek Industries,Inc6-tlVld Nov 28 15:4&0&2012 Paga 7 i I D:pyXgCp3ATn8qgXgcuN��v�4yEcb1-bXjYQgDO sgquHsFYtR71zuM3qkBTnDhOtQ714eyEcl H -1-6-0 &�,2 311-11_ ...._._- � --------.. .__-._ _._-�------.._- - - ------------------- --._.__ �� _... 1 6-0 ..r _ 311-it _..l I� Scale=1:14.6 I 3 } 5.00�12 �� i % �I �/ I / / II� Z / - �� ------ ---._---- � Ilf ; i� i I / I� � � I� i � � ----... _--- -- - - ----_ ----_ ---- ` ' r/ i / -��'__—\I 4 '�i I , � �� ! 3x4 \�, 5 �I� &1-2 8-7-2 I� &t-2 3&7 �''I.I � . 5-11-4--8-0�0 _. __ __� -- ---- .._ --_. __ �__0.8-9 0-d-12 ---- _- ---- --- ._. .._ . .... ' Plate Offsets(X Yl_ [2 Edge 0-3-0� _ r _ ,-- - - - __ — _ :__ - - _ - -- - - - _ _ _ _— - - - Ii� LOADING(ps� � SPACING 2-0-0 CSI DEPL in (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.02 2-5 >999 240 I MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 028 Vert(TL) -0.05 2-5 >999 t80 � BCLL 0.0 ' i Rep Stress Incr Yes WB 0.00 � Horz(TL) -0.00 3 n/a n/a � BCDL 8.0 �i Code IRC2009/TPI2007 , (Matrix) � Weight:14 1b FT=20% � .__i _ --- --------- �_ - -___. t _ __ _ _.__ ._ _ __-- _ ___ _ I�; LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. �I i BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. ��I REACTIONS (Ib/size) 3=107/Mechanical,2=304/0-3-8 (min.0-1-8),4=-59/Mechanicai,5=119/0-5-8 (min.0-1-8) I Max Horz2=69(LC 5) Max Uplift3=-28(LC 5),2=-55(lC 5),4=-132(LC 2) Max Grav3=107(LC 1),2=304(LC 1),5=269(LC 2) liFORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'I� NOTES i� 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end verticai�eft and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �I!�� fit beriveen the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2 except Qt=1b) 4=132. i� 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. II 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this truss. �� LOAD CASE(S) Standard �I i v � I��i ��p��'H �,�� f ,_ �,"k` 4� '�'i'��'P �� I; !ij I,; '� #8398 �r�'r I i� �,,�' ��,,. ,I�� '�'��tAL� '�I'� 'II November 29,2012 I il i ;� WARNING-Venfy desgn paremefars and read notes on this Tross Design Dravnng and included DrJ Relerence Sheet(iev.03-11')beforo use.Dasign ' � i �, valid/or use with MiTek connector platas only.This design is based only upon parametere shown,and is tor an individual building componenL Applica6ility I . i I of design paremeters and proper intorporetion of the component is responsibiliry ol building designer or owner of the trussae and installer. lataral restrainl ', , r,��9��,. II designations shown on individual web and chord members are far compression buckling only,not forbuilding stabiliry brecing.Additional temporary restrainV �'�, 111 I � diagonal bradng to insure stabiliry dunng wnsiruction is the rasponsibiliry of ihe installar.Additional permanent building stability b�adng o(the overall strucWre '� I is the responsibihty of the buildmg designer or owner of the trusses.For general guidance regarding design rasponsibililies fabncation,qualiy control storege, .,� _ - �I de6very,ereMion lataral restreint and diagonal bracing,consWt ANSI/TPI 1 DS&89 and BCSI(Building ComponeM Sa(ety Informffiion)available from I CQNSV�r�Na(LC I� .._ .. _.SBCA at www.sbandusiry.com _._... .._.. . . . . .._. ._..__.. l . .___ .I .�.�.. ,�.�� .. � �. - - -- — -- -- • Job ' �Truss ITruss Type Qty �Ply Cherry Meadows14a2-A � 16162795 8121N97 J03 Jadc-PaNalTruss 6 I 1 -- - 1 . - - � _ - —-- -_ -- -__� _L_ !Job Reference(optionalL._ - --- I�. ProBuild AAington,Adington,WA 98223,Ust] 7 250 s Aug 25 2011 Aqj7_y Industria p_ Wed Nov 28 15:43:09 2012 Page 1 ID:pyXgCp3ATn8qgXgcuNE5w4yEcbl��flwe0D0��1� IR9eXW5uAG8XiWgxY64sIc4yEciG � -i�o �'�'Z �-z-z s-ao _ ---- ---- _ _ _- _ ____ _---+- ------- ---- --� �' isa - a-z-z z-4ia 3 Scale=1:19.1 � I I 5.00 i12�- � I I � � / II � / ��A i i' � I`( � / iN II 2 / I � __// ------ ---. . _--- ._. .---- .. ._---._---- -----� I� d ''� '� � _..� � �� " - ----- -- --- -- --- - __ �� -- I 1 �� j% __ 4 I�� / 3x4 '�- 5�&t-2 &t-2 &t-2 10�6-12 I � -- -r---_ .r._- __.,. _.-_. ____ ....-�-- . _.___ ._._ ._�__ ._-- ---- ---- --- � ----- -- - -- � - --� --- --- ---- ----� �---- -- .._ _.. ---- --'-- --'- -- _ -.::-. LOADING(ps� I SPACING 2-0-0 CSI DEFL in (loc) i/deft Ud PLATES GRIP TCLL 25A I Plates Increase 1.15 � TC 0.41 Vert(LL) -OA2 2-5 >999 240 � MT20 185/148 TCDL 10.0 ; Lumber Increase 1.15 ; 8C 0 28 � Vert(TL) -0.05 2-5 >999 180 ; BCLL 0.0 " i Rep Stress Incr Yes WB 0 00 � Horz(TL) -0.00 3 n/a n/a �I BCD� 8 0 � Code IRC2009/TPI2007 � (Matrix) Weight:17 Ib FT=20% �, - - ___ _ i _. _ __- -- --_ _1 __ _ - -_ _ __-----L--- -_ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. I j BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directty applied or 10-0-0 oc brecing. i REACTIONS (Ib/size) 3=186/Mechanical,2=366/0-3-8 (min.0-1-8),4=-59/Mechanical,5=119/0-5-8 (min.0-t-8) Max Ho22=92(LC 5) Max Up�iR3=-53(LC 5),2=-62(LC 5),4=-132(LC 2) I' Max Grev3=186(LC 1),2=366(LC t),5=269(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical feft and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i� fit beriveen the bottom chord and any other members. � 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2 except Qt=1b) ' 4=132. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.70.2 and referenced standard ANSI/TPI 1. I I 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. I � LOAD CASE�S) Standard i, ��H �� L ��wn,� �, r�c. � � ,, �, �A � � �,,i i �► $�9 ��rnr !� 4�� i� '�'��?NAL`s3� " November 29,2012 �' I i � WARNING-Vedy design parameters and read notes on this Truss Design Dravring and included DrJ Referonce Shaet(rev.03-11')beforo usa.Design �I � valid for use with MiTek conneclor plales only.This design is based only upon parameters shown,and is for an individual building wmponent Appliwbility '� , I I of design parameters and propar incorporation of the component is responsibiliry of building dasigner or owner ot the trusses and installec Lateral rastreiM i jdesignations shown on individual web and chord members are for compreesion buckling only,not forbuilding stabiliry bradng.Additional temporary restrainV � i diagona�b2cing to insure stability during wnstruction is tha responsibility of the installer.Additional pertnanent building stabilily bradng of the overell siructure i is the responsibility of ihe building designer or owner of the trusses.For ganeral guidance regarding design responsibilities,fabncation quality wotrol,storage, � .�� . dehvery,eredion,lateral restra�nt and diagonal bracing,consult ANSIlfPI 1,DS&89 and BCSI(Builtling Component Safery Infortnation)availabla trom CONSULTINQ LLC � �� SBCAat�wvwsbcindustry.com ._.� I' ._._ ._.._ _ .. .._ . . _ .._ . . . ,:..�e,..._... . ...,... ..:q� -�-... ..,.... .aea.-... ....�.a..v..� .. .. '—__ — — .. __— _. � Job ' �Truss �Truss Type Qty Ply jCherry Meadowst442-a - � 16162798 �81211197 'SOt �,Jack-0penTruss 1 1 I � Job Reference(oQtion _ ---- ---- - '-- _ — -_ -- ____ _-_ --- � 2 -__._._ -- ----_ ProBuild AAington,AAington,WA 98223,List] � 7 250 s Aug 25 2011 MiTek Indus�nes Inc.Wed Nov 28 15:43:10 2012 Page t &�Z ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-Xw�Irit�I�fOH4cXAPx_s9m2JRQbXxSF7BhLkcsBXyEcIF •t-8-0__.___ _. —___t-ibli I __._.._ __._.._ _ _— .—_ .�_._.____ _.__. .. _ .___.—__—_—__._—____._..___.I 1-60 1-11-11 Scale=1:10.0 il 3 4 / � /,�'� .�� 5.00��p ��. ii'i / 'I / � 2 �' I� � " I � �.-' �n I / IIo i .--- ---- -�----- ' �/ 5 1 '� - I \ I� i � v 8-1-2 I �� 3x4 �A I�� 8-i-2 &10.7 Ili i i _._ - _. _._ .--- --- --- --- ..._ .. --- — Plate Offsets�X Y�:_ G2 Ed�e Q-3 0� __ __ ___ _ _ _ - - - - - _- -- _ � -- - - __ �-- -- - - -- -_ � - -- _ I� LOADING(ps� � SPACING 2-0-0 � CSI DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.11 Vert(LL) -0.00 2-5 >999 240 MT20 185/148 TCDL 10.0 ; Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 2-5 >999 180 i BCLL 0 0 ' I Rep Stress Incr Yes I WB 0.00 I Ho2(TL) -0.00 3 Na n/a i �' BCDL 8.0 Code IRC2009/TPI2007 (Matrix) � Weight:7 Ib FT=20% _ __� ___ --- -- - ,_ __ __ � _ ---_ ---_ -- _- _ ___ L--__-- ------ ___ I LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 1-11-11 oc purlins. ( BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=232I0-3-8 (min.0-1-8),5=16/Mechanical,3=24/Mechanical I i Max Horz2=47(LC 5) � Max Uplift2=-60(LC 5),3=-8(LC 8) � Max Grav2=232(LC 1),5=35(LC 2),3=24(LC 1) i ; FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES I I 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 I� 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. � 6)This truss is designed in accordance with the 2009 International Reside�tial Code sections R502.11.t and R802.10.2 and referenced ; standard ANSI/TPI 1. � 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis a�d design of this truss. ( LOAD CASE�S) Standard h I i � � #� I '�� c��+H �� CS�� r �,�� I � �� I ; �� `��s �,�` � � � ��'��u.�`o p� November 29,2012 �I �� WARNMG-Veriy dasign parameters and read notee on this Truss Design Orawing and includad DW Reference Shaet(rav.0311')before usa.Design I II � valid fo�use with MiTak connedor plates only.This design ie based only upon parameten shown,and is(or an individual building wmponent.Applicability �!, � � of design paremetan and proper incorporation of the component is responsibiliy ot building designer or owner of tha trussee and installer. Lateral restraiM , ��"� � I � designations shown on individual web and chord membars ara for compraesion buckling only,not torbwlding stabiliry braang.Additional temporary restrainU , f' �' II�I diagonal brecing to insure stability dunng construction is the responsibiliry of the installer.Additional pertnanent building stabiliy brecing of the overell structure I � ; is lhe responsibiliry of thrybuilding designer or owner of ihe trusses.For general guidance regarding dasign responsi6ilities fabncation quahty control,storaga, j ��;. i � delivery,eredion,lateral restraiM and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(0uilding Component Safery Information)available from � CONSU�IINQ LLC . J .I ._.. SBCA at www.sbcindust com ..... _. . ... . .... .. . .. . .. . _ ... . ... . .. .. .. •.�.., _ ....,� .�.�- . .. -..�.�.. 'i Job ' Truss Truss Type Qry �Pty cherry Meadows 74a2-A � � � i I� 16762797 i,81211197 �S02 Jack-0pen Truss 1 1 L ____ _ . -1--- - _.___ _-_ �_---------_ __. ____ -- -�--- -Job_Reference_(optional? __-- ---- -------_ I�� ProBuiM Adington,Adington,WA 98223,Listj &1-2 7250 s Aug 25 2011 MiTek Industries,Inc.Wed Nov 28 15:43.N 2012 Page t Z ID:pyXgCp3ATn8qgXgcuNE5w4yEcb1-?6Pg3iF1�9��T8K_7Yah�bW asxHh_aRrZOLPgzyEclE �� _._ -t's'� .._`----- Z-� . ..I-__---�-�- ---.__..3-'17N_.____---- I _. --___ �__..__. _._ _.__.._ ___-_ —___ - _ 1-GO � 2-0•0 1-11-11 Scale=1�14.8 3 ` �� I^ � P Iv i ° j , � e.00 lii % � �� / i ' ��, /,; � j � � z �;� � 11 1 .� ,� � - � j - , � , ___. � , , , ; --- C-= � -- 3x4 V� 4 Plate Offsets(X.Y1-_�2 Edge.0-3 0� --. - — - __ _ _ _ _ - -- --- -__ _ . - _ _ __ __ __ _--- - _ _ . -- -- _ --___ -- -__ -_ LOADING(ps� � SPACING 2-0-0 I CSI DEFL in (loc) I/defl Ud � PLATES GRIP TCLL 25.0 Plates lncrease 1.15 � TC 0.14 � Vert(LL) 0 00 2-4 >999 240 MT20 185/148 _ TCDL 10.0 Lumber Increase 1.15 � BC 0.05 � Vert(TL) -0.00 2-4 >999 180 . BCLL 0.0 ' Rep Stress incr Yes WB 0.00 Ho2(TL) -0.00 3 n/a n/a � BCDL 8.0 Code IRC2009/TPI2007 1 (Matrix) . -- -._ .__ � __.Weight:_9 1b _FT-20% _ -- ---- -_ _ ____- __ _ _. _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. I BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. �I REACTIONS (Ib/size) 3=115IMechanical,2=280/0-3-8 (min.0-1-8),4=16/Mechanical Max Horz2=69(LC 5) Max Uplift3=-30(LC 5),2=-61(LC 5) Max Grav3=115(lC 1),2=280(LC 1),4=35(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or iess except when shown. i �' NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 � 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i i II ��'�L�PH j�� ' ��' �p�1 J��1'.fi �a:, ,A��"� � � `.. � r�� ` i ,,, d 9 °�'�'��,�..�,`� u ' November 29,2012 li � � � � WARNING-Venfy design parameters and read notes on this Trusa Desiqn Drawing and included DrJ Reference Sheat(rev.03-i T)before use.Design �, � valid for use with MiTek connector platee onty.This design is based only upon parameters shown,and is for an individual building component.Applicabiliry �. , I .j of design parametars and proper incorporation of the componen!ia responsibiliry of building designer or owner of the trusses and installec Laterel reslraint , �� designations shown on individual web and chord members ara for compression buckling only,not forbuilding stability bracing.Additional temporary resirainV �, �i diagonal bredng to insure stabiliry dunng construclion is the responsibility o(the installer.Additional parmanant building stability brocing ol the overall structure � , � is the responsiDility of the building tlesigner or owner of the trussee.For general gwdance regarding design responsibilitiae,fabncation,quality control,storage, ! ,, �� , '� delivery,erection,lateral restraint and diagonal bracing,wnsult ANSVTPI i,DS&89 and BCSI(Building Component Safey Information)available from I I � CONSULT/N�ccc � SBCA at wwwsbcindustry.com � � ,.,,��.:..��.��.a...�.�..�. �— . i --, .----- --- -- — --- --------- ---- --� �� D � m D � N ' � � i tn� �� C) v� m � � . .�` m .''*! .. � � 1� r ^1� ~ � n I I �j Q � J C � i-� rn � � � �� C�� p -� C � A�' -D-� I p �+ � _.cNp � 'O � mQa�:�•m° a D o n o p � I� n�m � � nQ � �� DO�z=woo �> > !; � � Z �} � oco oc° �o � c a� a N�N��-o �'�`fl- � �o� s �o 0 0 � s cn -o a � o._ Q Doo C1 y ' � AG)o ° � � �-.� � ��,-'R'°-o�c X Q � m � am � � �.fl N � a Q� � -«cn Z (D � O � p_(D NOO ZcnTrpa '� � �p03� (p � � 'K �p (�Dx ��p � �' 0 � Q� onc° � �� Ar°w�mm'c'�n. n � :^� � � c � a3 0 0 � N '"co p ' Q°•.�° aa� �� o o (�DrnAafl (D �6 � �o`° °- o o ao � �o �Q�'�� ' rn � �n � T -{ � Q3' o' - c a .� rrn � , g�'° �� mo•� g rnmD 6'0 �� O Qocm � � m �' N ..,:� 3 `� Q � rn Z IO .�.NwO -• �� p ��A Q Q� Z � � 7 Q �Q � �� .� -� I i�Wm �° Q-� Q Q�� m� '.��.o �Q�o• 3 %o'� o o fl-��'g'. � I'� i N fl p.�� N �• �•� O � m A D � O�O O� (D -• � O c�p N 7 cD �«N �• Z � � `� �, (D 3 j Q_' i�cflj � (1O p � p �. C�v�i � t� �.j O `^.j (D � 0� � � ?O_-. j �, OQ� o � n`o;� m oo, mmo ,�oQ-o � Q � �. c� i � ��o �m c � �Q Zn ��m oQ �•� ° o � � o m '^ I (D(� � (l � ��(Q �y � �SO � � �3 `G � Q 7 � v� N vr I �' O � � �., I � — � I ---- - ,. . _ ___ _ i � Q I �„z�v, _n � zn_ =D` _ _-__ TOPCHORD _ __ . _ _ _ - _ __ I mWA CS mA0 � � �ApJ n O 30 �OZ 0° ci� � ' � . I,O �OAO`O W vRli � m 7o m C y M:� .. ,�.'r � C �� Z �"b�. C �� VA� � � �D �m � � I w Z w rn � z = .�' o. i � �N N�' � � n �0 y� n � � � A � � �O P� � � m A m � 0 W n '3�"Axxv I,� O��W W ' rtl tn pmp y� W � � I � z� �n ��. � H �� n g� � _ � V �O N '� D �r' v � W2-7 = •d� i� m o�m -o � D s Q N I �; 'a ��. I� L o.� 7o m �Z � .� Q �.��ir• � y ,� i � DN � m Zc � � � �� s`. .. I(�Q � W � ,� �p3p = y j �' �r �O �O H i� �� Q 0 �� r'' � A O� m �m �'1 7 ♦� � W O 0 2 0 � f� �i' C1 j�`� .�'3.//v D N W j `rr� N P � S �"�'h �'! D rn Om > � 'i �w� c� ° D o o�� y O(� I A Z �� ` <,,� n N. o m o c� -+ H� m X� ��° c j 2 �� n �'9 w`' m I -�p » �p O v, < � .7� p_ r*+ � i J(yD� (n Ca-5 A .. �� __- -�----___ _____ TOP CHORD I __ __ _ _ _ __ ___ _ - - ___ _ _ j ' ---- _ --__ _ � <n ao � rn cn ;a w ro � -7� ,,,. � V � (NJ� A fNi] N �O (O (D V O]V� p (J N -+ O � � � � v�< < �O�oo � (nm — ann�COg,�7N�Cy O � m-.-IVi r �v C7 CCD�3�('�o'O Zv �C/�D �' G� d��--d d�N2 s= -�� m�= c�� y�.� ma� m m ,�a a� a� o �� N � C. " �D�°i m'°a'��i `�in dan$�°a`��3 �a'�` D`�°�� a��n�aa��°��3�� ovm� n°-i3 °�nN x`N v�m �i� Q (� �a a°' 0i °'� '�.�'�a''�'°�8 '' �Z ay�=a,�`�-c � �,� � NOx - a8 � mm'� �m � `� 3'`° 'm °v_'�= �� 3 c� = soti � m-' � mbT� m S o 8�ma 5'� � H o�38 m m � c 3 �8 � d� $ `8�N o^d�o° c� H m�. � ,��' y �Q -+ r^°o�mm3.��a� ��y�.��.'�°3�3��.�ZV`n�aa a� 3<° 3=onoi �i N ^' �� 5. 3� o� u�°i �n3tO Q � Q g�O�DS.�o� �g °�3Ti �-�0�� jN 3.�du�?�?y�n ��. � �yu� �' �°S'i '^-ln u�°i� ��°0 3 ti3 � m�c Z� �D 3 c n m �'^°�-l 3 v�i°,m c �� m ^ ��"-g�n t D i 3 ��,�.($ ni j 3 � �� m � n�m� n�<v�i '� Q T ��.cn 5�m_ �L33� �'��N oqi,�w �� jj�n� �mo�ln °d S'i ��° � � o m�'c'3�n �� =N `� � 1A/ � ' a°3n��y�^ �.a'� �' �3 $, ��o B-=�' � m �g �� O ' n�Q��° m 3n�n?fD w�� ^�n� °u'°yo °m� � a�D ��nm 3� m�� 8 3 � �m°°l-�N� F'<Do�8i� o m°�8i t° (� � Y� I �y��3g�� '�'.oH °m °�_o Q� °1`�nmc3v � d��'��'» f°n,� ��33'oc �o, � �ng arn QZ�'� �(°p a�am a N � I _ � .' �mm nn`D� <°�ln`� =3°i�� .��'a o �fDi,� � �' m o3i3o�nu�, � �. o� o: �'� u'��°-'�m�c' � p'Q � � � � I n y F?�N �.�m �� =n�°� o'�y�nc°� �3y�` `°a y'nm^ � ��Q;B ��+a� � g d ^m°� �;� m�^m f„°S o' °m �^ � 0 p � .Sia�<�T��m� nn °�� °�� ,� m y `�$.3 - �'� °.2u�i o� > > >�� J�� g � °n�� , Q � k� �.�.°n 3 cP'i+`a`,°�� °`�'��g o f i� '`�y:: �� tn n�o� d m c�`D? � N n�m °-� a 3'� � m �,0 3 .� �'... �' n&?� �;m m'3'm o ^ Fc � �= 8i rr 3 3�� m °. 3 .o � Q � "'3 �£k�`b-' a`° s ��'�'l Ei� io o �v� �� - m �m oo � w �D �� n �� °.� Q � m� 7 � I g o a ��m N- �� 3 d m ^ �N� �-m n�'� �,2 �� S S� m�o� �`�� .^0 3 `� � `n, u' �' 3 `� m� � < 3� � C• \ / i n3v =� o"�' �`�ig_• �n�� 83�� N ' �� z � d``�°�� n,.t = n a m �� n n N �.o � `z Q � � � <� ''� 5�� d�3� c�' n d�� cg v2Ni �O�� a�m � �� a � m� o � m � � �'� � 3 �' °� �°`5. � � ;"'"$� � a� 2�°c�i� �m o� �.y $�- �<p tD d -'2`� � a' m � � � = n $ y = 3, � � F �� a! N �� ,� d�� N�3 �,d c �'n a; "d u�i �$f° °�- 3 �H 3� c� 5. a o � � � w m � m `cQ. ' 3 ° o � ��g 3 �.m�,�3c`�'�� y �p� ��' � a-`n� p � a °' � � � � � �`° '�3 2' � m A� x � �'�/ `/n'�o`�, � o� - � � � o o c 3 0 � io n� x 5. � c� m g O �"y1 c3v �'$�3'dnnd`8� .� 8`b^' ��' `°� '�. � o °-' � m � � : `3 0 �,� a �c g H �`�' °� I ��.��,,' c,� ��'�v � '?m'3� n �� m " m m�'� � m � ° 3 � �' �' �° m ° � � ��' � � "� i 3$ `�' �.�a -`° c� �^�y 3 � `a n � o�'m m � m � `° � o � �� ? ? c �� ; ,�+� � < °1_ ��'0'3 �� w°c o o�'n m v�i � � m �. N 3 in 3° n `B � 3 j m � :%� �� d d�°�8 g°-o£ �g�+ o�� 3 `o �, m j�°' � Q ``g � a � a ° ? � A' d `6� B o s m `G `�! �a � fn°�c� m iX ��, �° > > >n� 5, a � °� y a 3 b' � ' o� o. ',� a� mA � <a��°�`°.m o�� 8i g � Q " 3.�a �. $ `D B' `D t° a v`°i ° � °.2 0 1 3°-' � �o� ��c '3�°�°� -d�i � m ° � � c°<3 � � � °-^' � � nT � �. � Q .� � � m� `D`�t° `� N g"�`"°, v`D °-' � �. m n 3 � _ Q. � � <� » ,� °� o a n �� m � � 0 3 m '�, `� ol �1 m o `� I �..��, L.... � ._. _. _ .._ .._ __ ..... ._.. .. _ _.__. . _ . �O �